CN115198735B - Construction method of SDDC (Standard data Console) slide-resistant pile in disordered backfill region of open-pit mining - Google Patents
Construction method of SDDC (Standard data Console) slide-resistant pile in disordered backfill region of open-pit mining Download PDFInfo
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- CN115198735B CN115198735B CN202210904408.6A CN202210904408A CN115198735B CN 115198735 B CN115198735 B CN 115198735B CN 202210904408 A CN202210904408 A CN 202210904408A CN 115198735 B CN115198735 B CN 115198735B
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- 238000010276 construction Methods 0.000 title claims abstract description 41
- 238000005065 mining Methods 0.000 title claims abstract description 24
- VMSRVIHUFHQIAL-UHFFFAOYSA-N sodium;dimethylcarbamodithioic acid Chemical compound [Na+].CN(C)C(S)=S VMSRVIHUFHQIAL-UHFFFAOYSA-N 0.000 claims abstract 10
- 238000005056 compaction Methods 0.000 claims description 31
- 239000002689 soil Substances 0.000 claims description 31
- 239000011435 rock Substances 0.000 claims description 25
- 238000005553 drilling Methods 0.000 claims description 21
- 238000011049 filling Methods 0.000 claims description 21
- 239000004568 cement Substances 0.000 claims description 18
- 238000000034 method Methods 0.000 claims description 17
- 239000000945 filler Substances 0.000 claims description 12
- 239000000203 mixture Substances 0.000 claims description 11
- 239000002344 surface layer Substances 0.000 claims description 9
- 239000000463 material Substances 0.000 claims description 7
- 238000009826 distribution Methods 0.000 claims description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 5
- 238000010981 drying operation Methods 0.000 claims description 3
- 238000002156 mixing Methods 0.000 claims description 3
- 239000005416 organic matter Substances 0.000 claims description 3
- 239000002245 particle Substances 0.000 claims description 3
- 238000005096 rolling process Methods 0.000 claims description 3
- 240000008866 Ziziphus nummularia Species 0.000 claims description 2
- 238000007599 discharging Methods 0.000 claims description 2
- 230000002787 reinforcement Effects 0.000 abstract description 5
- 239000010410 layer Substances 0.000 description 14
- 238000010008 shearing Methods 0.000 description 14
- 238000012360 testing method Methods 0.000 description 8
- 239000004575 stone Substances 0.000 description 7
- 238000013461 design Methods 0.000 description 4
- 238000001514 detection method Methods 0.000 description 4
- 239000003245 coal Substances 0.000 description 2
- 239000002131 composite material Substances 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005465 channeling Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000000227 grinding Methods 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 239000010985 leather Substances 0.000 description 1
- 238000012856 packing Methods 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 238000012876 topography Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
Abstract
The invention discloses a construction method of an SDDC (Standard data transfer) anti-slide pile in an unordered backfill area of open-pit mining, belonging to the technical field of pile foundation reinforcement in ecological restoration engineering of the open-pit mining area, and being capable of solving the anti-slide problem of a slide surface foundation formed by a soft layer and a bedrock slope surface after unordered backfill of the mining area.
Description
Technical Field
The invention belongs to the technical field of pile foundation reinforcement in ecological restoration engineering of an open-air mining area, and particularly relates to a construction method of an SDDC slide-resistant pile in an unordered backfill area of open-air mining.
Background
There are a large number of open pit and unordered backfill sites around the mine area, these sites will generally be nearby along the mine pit or steep slope when backfilling, unordered throwing and filling the excavated block stone, slag and upper loose cover soil layer unordered, this foundation belongs to soft soil layer, the soil is loose, the compactness is poor, need to carry out foundation treatment.
In the foundation engineering of the mining area sites, the thickness of the upper covering backfill layer can reach 60 meters due to steeper bedrock slope surface, and the bedrock slope area is formed along with the topography, so that the foundation needs to be anti-skidding when being reinforced, but the diameter change of the stones mixed in the foundation layer is large, the distribution is disordered, the gaps are loose, if anti-skidding filling piles are adopted, the cost is too high, and the anti-skidding of the whole sliding block in the slope is a problem to be solved.
Disclosure of Invention
The invention provides a construction method of an SDDC anti-slide pile in an unordered backfill area of open-pit mining, aiming at the anti-slide problem of a slide surface foundation formed by a weak layer and a bedrock slope surface after unordered backfill of the mining area.
The invention adopts the following technical scheme:
a construction method of an SDDC slide-resistant pile in an unordered backfill area of open-pit mining comprises the following steps:
firstly, measuring distribution points, leveling a clear surface of a field, measuring paying-off, and paying-off pile sites according to interlaced spacing points;
step two, rotary drilling is adopted to form holes, rotary drilling and drying operation is adopted to form holes, the diameter of the holes is 1.2m, and the holes are formed sequentially by adopting alternate holes at intervals;
thirdly, rotary drilling into the rock, wherein the depth of the rotary drilling hole is that the pile bottom penetrates through the mixed earth filling layer, the lowest position of the drilling hole enters 1 time of the pile diameter of the bedrock, scum at the bottom of the hole is cleaned, and the length of the lap joint part above the rock surface is alternately arranged 1 time of the pile diameter and 1.5 times of the pile diameter;
step four, backfilling the mixture at the rock entering part;
fifthly, tamping and filling the joint surface of the rock entering part;
sixthly, constructing an SDDC pile body, and tamping to the horizon by adopting a jujube-pit-shaped tamping and expanding hammer to perform layered diameter expansion at a position above a rock-entering joint position;
seventhly, leveling, measuring and paying off;
eighth step, the surface layer is rammed dynamically;
and ninth, detecting the foundation.
Further, the pore-forming diameter in the second step was 1.2m.
Further, in the fourth step, the mixture is mixed by cement and gravelly soil according to the mass ratio of 1:6, and the water content of the mixture is 12-16%.
Further, the tamping in the fifth step adopts a flat-bottom cylindrical rammer, and the filling is not more than 1m each time 3 The tamping energy is not less than 500kN.m, the tamping times are not less than 4 beats each time, the average tamping sinking amount of the last 2 beats is not more than 50mm, the method is carried out in two times, the first time is to firstly tamp piles with the pile diameter of 1 time, and the second time is to tamp piles with the pile diameter of 1.5 times.
Further, in the sixth step, the common pile body construction uses site accumulated soil as filler, the organic matter content of the filler is not more than 5%, the particle size is not more than 300mm, and each filler is not more than 2m 3 。
Further, in the sixth step, the tamping energy of the expanding tamping is not less than 1000 KN.m, the weight of the tamping hammer is 10t, the maximum diameter is 1.1m, the fall distance is not less than 10m, the tamping settlement is automatically recorded after each tamping is completed, the tamping times are not less than 6, the average tamping settlement is not more than 50mm after the last 3 tamping, and the maximum diameter of the SDDC pile body after tamping is not less than 1.8m, so that the tamping is carried out to the terrace height.
Further, leveling, namely vibrating and rolling the field twice by adopting a road roller, and measuring and discharging the dynamic compaction point.
Further, in the eighth step, the surface layer dynamic compaction is reinforced by adopting a light dynamic compaction, the dynamic compaction energy level is 3000 kN.m, the distance between compaction points is 5.0m, the standard of the compaction is controlled according to the average settlement of the last two impacts not more than 5cm, the number of the impacts is not less than 6-8, the compaction pit is pushed to be flat after the dynamic compaction is finished, the full compaction is 1500kN.m energy level, 1/4 overlap joint is needed to be compacted, each point of compaction is 3 impacts, the site is leveled after the full compaction is finished, and the surface of the road roller is compacted.
The beneficial effects of the invention are as follows:
the invention forms an SDDC pile group anti-slip construction process under geological conditions that after a coal bed is stripped in an open-air mining area, the gradient of exposed bedrock is 20-35 degrees, then the slope is randomly backfilled, the thickest part of the junction surface of a soft soil layer and the bedrock reaches 60 meters in a gentle slope foundation, and the maximum groundwater level of the slope surface does not exceed the diameter of a pile in a flood period.
The invention has the advantages that the length above the rock face is 1 time and 1.5 times of pile diameter respectively, the joint parts between the two piles are alternately staggered, a new sliding face is avoided, the rest pile bodies are made of common tamping materials, the vertical reinforcement is formed by the pile bodies in the anti-sliding areas, the anti-sliding safety coefficient of the joint parts can be improved, the stability of the foundation meets the design requirement, and compared with an anti-sliding filling pile, the key technology of the anti-sliding treatment of SDDC pile group is adopted on the premise of saving cost, and the problem of the sliding face foundation formed by a soft layer and a bedrock slope face after unordered backfilling of a mining area is solved.
Drawings
FIG. 1 is a schematic diagram of an anti-skid SDDC pile of the present invention;
FIG. 2 is a schematic view of the first 1-time pile diameter construction of a rock-entering lap joint part;
FIG. 3 is a schematic view of the second 1.5 times pile diameter construction of the rock-entering lap joint part;
FIG. 4 is a process flow diagram of the present invention;
wherein: 1-bedrock; 2-1 times of pile diameter anti-slip body; 3-1.5 times of pile diameter anti-slip body; 4-common SDDC pile body.
Detailed Description
The invention will be further described with reference to the accompanying drawings.
The construction method of the SDDC slide-resistant pile in the disordered backfill area of the open-pit mining is applicable to disordered backfill gentle slope foundations of the open-pit mining area with the following characteristics; and after the coal bed is stripped in the mining area, the gradient of the exposed bedrock is 20-35 degrees, and then the exposed bedrock is backfilled in disorder, and the thickest part of the junction surface of the exposed bedrock and the inclined bedrock reaches a soft backfill layer of 60 meters, so that the maximum groundwater level of the mining area does not exceed the diameter of the pile in the flood season of the inclined bedrock.
As shown in the figure, the whole sliding block is divided into a plurality of units by SDDC piles, and the sliding is resistant by adopting pile group vertical reinforcement measures. When the joint part of the sliding block body and the rock face is treated, the rock entering part of the pile end is compacted by adopting a 1:6 cement and gravel soil mixture, the optimal water content is controlled to be 12% -16%, the rock entering length is 1 time of the pile diameter, the lengths above the rock face are 1 time and 1.5 times of the pile diameter respectively, the joint parts between the two piles are alternately staggered, so that a new sliding surface is prevented from being formed in the sliding block body, and the rest pile bodies are made of common compacted materials, so that the vertical reinforcement bodies are formed together, the shearing resistance of the joint parts is improved, and the stability of the foundation meets the design requirement.
The invention adopts mechanical rotary digging hole and hole dynamic compaction to form the pile. The main construction flow is as follows: a. drilling holes by rotary drilling; b. compacting and tamping the rock entering part; c. tamping and tamping SDDC common packing into piles; d. dynamic compaction of the low-energy-level surface layer; e. compacting by a road roller after leveling the field.
When the rotary drilling is used for forming holes, construction is needed to be performed at intervals to prevent holes from collapsing and channeling between adjacent holes.
During tamping construction, the method is divided into two times of separating rows, separating holes for tamping, and staggered construction of tamping equipment and drilling equipment.
When tamping and filling the lap joint part above the rock surface, tamping and filling the cement soil pile with the pile diameter of 1 time in the first time, and tamping and filling the cement soil pile with the pile diameter of 1.5 times in the second time.
During construction of the joint surface of the rock entering part, a flat-bottom cylindrical rammer is selected, and the filling amount is not more than 1m each time 3 The method comprises the steps of carrying out a first treatment on the surface of the The tamping energy is not less than 500kN m, the tamping times of each layer is not less than 4, and the average tamping settlement of the last 2 hits is not more than 50mm. The tamping compaction is only considered in the original hole diameter during construction of the position, and tamping expansion is not considered, so that the breaking of the rock-entering cement position of the adjacent pile is prevented during tamping expansion. Above the rock-entering overlap joint, the 'expanding' ramming construction is needed.
The pile body above the rock-entering overlap joint part needs 'expanding' construction, and the compaction filling and compaction method is adopted, so that layered filling materials are compacted, the regular triangle is used for pile distribution, and the pile spacing is 3000mm. Each time the filler is not more than 2m 3 The method comprises the steps of carrying out a first treatment on the surface of the The tamping energy is not less than 1000kN m, the weight of the tamping hammer is 10t, the maximum diameter of the tamping hammer is 1.1m, the fall distance is not less than 10m, the tamping times of each layer is not less than 6, and the average tamping settlement of the last 3 strokes is not more than 50mm. The diameter of the hole is 1200mm, and the maximum diameter after tamping and expanding is more than or equal to 1800mm.
After the construction of all SDDC piles is completed, the surface layer is reinforced by adopting common dynamic compaction, and the dynamic compaction energy level is 3000kN m. The tamping points are arranged in a regular triangle with the spacing of 5.0m, the standard of the hammer collecting is controlled according to the average settlement of the last two strokes of not more than 5cm, the number of the strokes is controlled to be not less than 6-8 strokes, after the dynamic tamping is finished, the tamping pit is pushed to be flat, the full tamping is 1500kN m energy level, 1/4 of the overlapping is needed to be tamped, and each point is tamped for 3 strokes.
Examples
1. Pile testing is carried out at the early stage of the beginning of the project, construction parameters are obtained through comparison, and the on-site shearing test is carried out on the cement soil piles in the proportion of 1:4, 1:5 and 1:6, wherein the comparison data are as follows:
cement soil with ratio of 1:4
Carrying out a shearing test on cement soil with the ratio of 1:4 by a one-time horizontal shearing method, wherein the shearing strength c value is 222kPa and 233kPa respectively; phi values are 30.5 degrees and 22.5 degrees respectively.
Cement soil with ratio of 1:5
Carrying out a shearing test on cement soil with the ratio of 1:5 by a one-time horizontal shearing method, wherein the shearing strength c value is 209kPa and 200kPa respectively; phi values are 33.0 deg. and 31.7 deg., respectively.
Cement soil with 1:6 ratio
Carrying out a shearing test on cement soil with the ratio of 1:6 by a one-time horizontal shearing method, wherein the shearing strength c value is 184kPa and 195kPa respectively; phi values are 32.4 deg. and 27.1 deg., respectively.
Therefore, the cement-soil ratio of the rock-entering part is preferably 1:6, cement and crushed stone soil mixture is compacted, and the optimal water content is 12% -16%.
2. A construction method of an SDDC slide-resistant pile in the depth of 60 meters in a backfill area of open-pit mining comprises the following steps: construction preparation, measurement of distribution points, rotary drilling and pore forming, rotary drilling and rock drilling, backfilling of 1:6 cement and gravel soil mixture in a rock-entering part, tamping by adopting a cylindrical flat bottom rammer, (tamping for 1 time of the pile diameter firstly and 1.5 times of the pile diameter secondly), backfilling of common fillers, layered expanding and tamping to the horizon by adopting a jujube-pit-shaped tamping and expanding hammer, leveling, measuring and releasing of tamping points, surface layer dynamic tamping, leveling of a site, vibration grinding for two times and foundation detection.
1) Distribution point for measurement
After the site surface cleaning and leveling, measuring and paying off, and paying out pile sites according to interlaced spacing points.
2) Hole is bored in rotary digging
The rotary drilling and drying operation is adopted, the diameter of the hole is 1.2m, and the hole forming sequence adopts alternate holes with alternate points.
3) Drilling into rock by rotary digging
The rotary drilling hole depth is that the pile bottom penetrates through the impurity filling layer, and enters into the 1D pile diameter of the bedrock, and the scum at the hole bottom is cleaned.
4) And (3) backfilling cement-soil mixed materials for pile bodies:
before the construction of tamping and filling the rock part, mixing the proportion of filler cement and gravel soil in a filling field by using a forklift, tamping and filling by using a 1:6 cement and gravel soil mixture, controlling the water content of the mixture to be 12% -16%, and mixing in a stacker by using the forklift.
5) Tamping and filling construction of the joint surface of the rock entering part:
the rock entering part is compacted in the original aperture, a flat-bottom cylindrical rammer is adopted, and the filling amount is no more than 1m each time 3 The method comprises the steps of carrying out a first treatment on the surface of the The impact energy is not less than500kN.m, wherein the number of times of tamping each layer is not less than 4, the average tamping sinking amount of the last 2 hits is not more than 50mm, the tamping sinking amount is automatically recorded after each tamping is completed, the length of the first tamping filling rock part is controlled to be 1 time of the pile diameter, the second tamping filling length is 1.5 times of the pile diameter, and finally the pile forming diameter of the part is 1.2m.
6) Construction of common pile body
When the ramming is filled above the rock joint part, the construction is needed to be carried out by expanding the diameter, the SDDC filler is soil material piled up on site or is transported outside, the soil material contains powdered clay, construction waste, mountain leather stone and the like, the household garbage is not contained, the organic matter content is not more than 5%, and the particle size of the filler is not more than 300mm. Each time the filler is not more than 2m 3 The method comprises the steps of carrying out a first treatment on the surface of the Wherein the tamping energy is not less than 1000kN m, a jujube pit-shaped rammer is adopted, the weight is 10t, the maximum diameter of the rammer is 1.1m, and the fall distance is not less than 10m; and after each ramming is completed, automatically recording the ramming settlement, wherein the ramming frequency is not less than 6 ramming, and the average ramming settlement of the last 3 ramming is not more than 50mm. And after tamping, the maximum diameter of the SDDC pile body is not less than 1.8m, so that the SDDC pile body is tamped to the height of the terrace.
7) Leveling and measuring pay-off
After the SDDC slide-resistant pile is finished, the site is leveled, and the site is vibrated and ground twice by adopting a road roller, so that surface soil is leveled and compacted, and then the dynamic compaction point position is measured and discharged.
8) Dynamic compaction of surface layer
The surface layer is reinforced by adopting light dynamic compaction with the energy level of 3000kN m. The tamping points are arranged in a regular triangle with the spacing of 5.0m, the standard of the receiving hammers is controlled according to the average settlement of the last two strokes of not more than 5cm, the number of the hits is controlled to be not less than 6-8, the tamping pits are pushed to be flat after the dynamic tamping is finished, the full tamping is at the energy level of 1500kN.m, 1/4 of overlap joint is needed to be tamped, 3 hits are needed to be tamped at each point, the site is leveled after the full tamping is finished, and the surface of the road roller is received.
9) Foundation detection
According to the invention, the following steps are obtained by a third-party detection unit:
(1) the average value of the bearing capacity characteristic values of the SDDC pile composite foundation is 310.87kPa, and the ratio of the extremely poor bearing capacity characteristic values to the average value is 14.6 percent <30 percent, so that the bearing capacity characteristic value of the SDDC pile composite foundation is 310.84kPa, and the design requirement is met.
(2) Carrying out a shearing test on cement soil with the ratio of 1:6 by a one-time horizontal shearing method, wherein the shearing strength c value is 184kPa and 195kPa respectively; phi values are 32.4 deg. and 27.1 deg., respectively.
(3) Six shear tests are carried out on broken stone and filled soil of the SDDC pile body by a horizontal shear method, the standard value of the shear strength c value is 54kPa, and the minimum value is 51kPa; the phi standard value is 26.7 DEG, and the minimum value is 25.0 DEG
(4) Six shear tests are carried out on the broken stone soil among the SDDC piles by a horizontal shear method, the standard value of the shear strength c value is 32kPa, and the minimum value is 28kPa; the standard value of phi is 16.8 degrees, and the minimum value is 16.4 degrees.
(5) And detecting the dynamic detection of the SDDC pile in the range of the broken stone soil layer of the pile body: the deformation modulus is 34.824MPa, the compression modulus is 36.657MPa, and the design requirement is met.
Claims (6)
1. A construction method of an SDDC slide-resistant pile in an unordered backfill area of open-pit mining is characterized by comprising the following steps: the method comprises the following steps:
firstly, measuring distribution points, leveling a clear surface of a field, measuring paying-off, and paying-off pile sites according to interlaced spacing points;
step two, rotary drilling is adopted to form holes, rotary drilling and drying operation is adopted to form holes, and the holes are formed sequentially by adopting alternate drilling at intervals;
thirdly, rotary drilling into the rock, wherein the depth of the rotary drilling hole is 1 time of the pile diameter of the bedrock when the pile bottom penetrates through the mixed earth fill, the lowest position of the drilling hole enters the pile diameter of the bedrock, scum at the bottom of the hole is cleaned, and the length of the lap joint part above the rock surface between adjacent piles is 1 time of the pile diameter and 1.5 times of the pile diameter are alternately arranged;
step four, backfilling a mixture at a rock entering part to a lap joint part above a rock surface, wherein the mixture is prepared by mixing cement and gravelly soil in a mass ratio of 1:6, and the water content of the mixture is 12-16%;
fifthly, tamping and filling the joint surface of the rock entering part;
sixth, constructing an SDDC common pile body: performing SDDC common pile body construction at a position above the junction surface of the rock entering part, wherein the common pile body construction uses site accumulated soil materials as filler,the organic matter content of the filler is not more than 5%, the particle size is not more than 300mm, and the filler is not more than 2m each time 3 Tamping to the horizon by adopting a jujube pit-shaped tamping and expanding hammer for layered diameter expansion;
seventhly, leveling, measuring and paying off;
eighth step, the surface layer is rammed dynamically;
and ninth, detecting the foundation.
2. The construction method of the SDDC slide-resistant pile in the disordered backfill area of the open-pit mining according to claim 1, wherein the construction method comprises the following steps: the pore-forming diameter in the second step was 1.2m.
3. The construction method of the SDDC slide-resistant pile in the disordered backfill area of the open-pit mining according to claim 1, wherein the construction method comprises the following steps: the fifth step of tamping, adopting a flat-bottom cylindrical rammer, wherein each time the tamping is not more than 1m 3 The tamping energy is not less than 500kN.m, the tamping times are not less than 4 beats each time, the average tamping sinking amount of the last 2 beats is not more than 50mm, the method is carried out in two times, the first time is to firstly tamp piles with the pile diameter of 1 time, and the second time is to tamp piles with the pile diameter of 1.5 times.
4. The construction method of the SDDC slide-resistant pile in the disordered backfill area of the open-pit mining according to claim 1, wherein the construction method comprises the following steps: and in the sixth step, the tamping energy of the expanding tamping is not less than 1000 kN.m, the weight of the tamping hammer is 10t, the maximum diameter is 1.1m, the fall distance is not less than 10m, the tamping settlement is automatically recorded after each tamping is completed, the tamping frequency is not less than 6, the final 3-stroke average tamping settlement is not more than 50mm, and the maximum diameter of the SDDC pile body after tamping is not less than 1.8m, so that the tamping is performed to the terrace height.
5. The construction method of the SDDC slide-resistant pile in the disordered backfill area of the open-pit mining according to claim 1, wherein the construction method comprises the following steps: and seventhly, leveling, namely vibrating and rolling the field twice by adopting a road roller, and measuring and discharging the dynamic compaction point.
6. The construction method of the SDDC slide-resistant pile in the disordered backfill area of the open-pit mining according to claim 1, wherein the construction method comprises the following steps: and in the eighth step, the surface layer dynamic compaction is reinforced by adopting a light dynamic compaction, the dynamic compaction energy level is 3000 kN.m, the distance between compaction points is 5.0m, the regular triangle is arranged, the impact standard is controlled according to the average settlement of the last two impacts not more than 5cm, the impact number is not less than 6, the compaction pit is pushed to be flat after the dynamic compaction is finished, the full compaction is 1500kN.m energy level, 1/4 overlap joint is needed to be compacted, each point of compaction is 3 times, the site is leveled after the full compaction is finished, and the road roller is adopted for rolling.
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2032021C1 (en) * | 1991-11-20 | 1995-03-27 | Юрий Петрович Кожин | Pile of landslide-prevention structures, used on soft grounds |
| CN211200425U (en) * | 2019-11-08 | 2020-08-07 | 四川西南交大土木工程设计有限公司 | High side slope composite supporting construction that fills of gravel soil |
| CN111648354A (en) * | 2020-05-22 | 2020-09-11 | 河南省第八建设集团有限公司 | Construction method of SDDC pile-ground structure |
| CN112989467A (en) * | 2021-03-09 | 2021-06-18 | 贵州正业工程技术投资有限公司 | Simplified Bischot-based soil slope deep-buried shear pile support structure design method |
| CN215052842U (en) * | 2021-01-08 | 2021-12-07 | 四川金地磐建设工程有限公司 | Column hammer ramming method pore-forming reinforcement pile composite foundation structure |
| CN217027018U (en) * | 2022-03-22 | 2022-07-22 | 江苏省岩土工程公司 | A downthehole dynamic compaction gravel pile foundation structure for large tracts of land weak soil is consolidated |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2022095548A1 (en) * | 2020-11-04 | 2022-05-12 | 成都欣皓地基基础工程有限责任公司 | Square pile construction method and device for rotary drilling rig |
-
2022
- 2022-07-29 CN CN202210904408.6A patent/CN115198735B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2032021C1 (en) * | 1991-11-20 | 1995-03-27 | Юрий Петрович Кожин | Pile of landslide-prevention structures, used on soft grounds |
| CN211200425U (en) * | 2019-11-08 | 2020-08-07 | 四川西南交大土木工程设计有限公司 | High side slope composite supporting construction that fills of gravel soil |
| CN111648354A (en) * | 2020-05-22 | 2020-09-11 | 河南省第八建设集团有限公司 | Construction method of SDDC pile-ground structure |
| CN215052842U (en) * | 2021-01-08 | 2021-12-07 | 四川金地磐建设工程有限公司 | Column hammer ramming method pore-forming reinforcement pile composite foundation structure |
| CN112989467A (en) * | 2021-03-09 | 2021-06-18 | 贵州正业工程技术投资有限公司 | Simplified Bischot-based soil slope deep-buried shear pile support structure design method |
| CN217027018U (en) * | 2022-03-22 | 2022-07-22 | 江苏省岩土工程公司 | A downthehole dynamic compaction gravel pile foundation structure for large tracts of land weak soil is consolidated |
Non-Patent Citations (1)
| Title |
|---|
| 孔内深层强夯桩应用于湿陷性黄土地区;田景隆;;油气田地面工程(第08期);全文 * |
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